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1. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PRIOR TO STARTING
<br />CONSTRUCTION. THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES
<br />OR INCONSISTENCIES.
<br />2. ALL DRAWINGS, SPECIFICATIONS AND DOCUMENTS ENUMERATED IN THE
<br />OWNER/CONTRACTOR AGREEMENT ARE CONSIDERED TO BE PART OF THE
<br />CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
<br />THE REVIEW AND COORDINATION OF ALL DRAWINGS AND SPECIFICATIONS
<br />PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES THAT OCCUR
<br />SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO START
<br />OF CONSTRUCTION SO THAT A CLARIFICATION CAN BE ISSUED. ANY WORK
<br />PERFORMED IN CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE
<br />REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS OWN
<br />EXPENSE AND AT NO EXPENSE TO THE OWNER OR ARCHITECT.
<br />3. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER
<br />GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE GIVEN,
<br />CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK. WHERE
<br />CONFLICTS BETWEEN DRAWINGS AND THE SPECIFICATIONS OCCUR,
<br />CONSTRUCTION SHALL FOLLOW THE MORE STRINGENT REQUIREMENT
<br />UNLESS OTHERWISE APPROVED BY SEOR.
<br />4. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE
<br />FOLLOWING CODES:
<br />2025 CALIFORNIA BUILDING CODE, CALIFORNIA CODE OF REGULATIONS, TITLE
<br />24, PART 2, VOLUME 2 OF 2 AND LATEST REVISIONS ADOPTED PRIOR TO
<br />PERMITTING REFERRED TO HERE AS “THE CODE”, AND ANY OTHER
<br />REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE
<br />WORK, INCLUDING STATE OF CALIFORNIA DIVISION OF OCCUPATIONAL
<br />SAFETY AND HEALTH (DOSH), AND THOSE CODES & STANDARDS LISTED IN
<br />THESE NOTES AND SPECIFICATIONS.
<br />5. ALL REFERENCED STANDARDS SHALL BE THE VERSION INDICATED IN
<br />CHAPTER 35 OF THE CODE.
<br />6. THE STRUCTURAL CONTRACT DOCUMENTS REPRESENT THE FINISHED
<br />STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION.
<br />CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE
<br />STRUCTURE DURING CONSTRUCTION, INCLUDING BUT NOT LIMITED TO
<br />BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT ETC.
<br />OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER DO NOT
<br />INCLUDE REVIEW OF THE ABOVE ITEMS.
<br />7. INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR
<br />FILLED EXCAVATIONS OR BURIED STRUCTURES, SUCH AS CESSPOOLS,
<br />CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND,
<br />NOTIFY THE ARCHITECT IMMEDIATELY.
<br />8. OPENINGS, POCKETS, PENETRATIONS, NON-STRUCTURAL EMBEDS, ETC.
<br />SHALL NOT BE PLACED IN ANY STRUCTURAL MEMBER EXCEPT AS NOTED OR
<br />DETAILED ON THESE DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN
<br />DRAWINGS BY OTHERS SHOW SUCH ITEMS PLACED IN A MANNER THAT IS NOT
<br />CONSISTENT WITH THE STRUCTURAL DRAWINGS.
<br />9. THE CONTRACT STRUCTURAL DRAWINGS SHOW THE BUILDING IN ITS FINAL
<br />INTENDED POSITION. MAKE PROVISIONS IN THE CONSTRUCTION
<br />SEQUENCING OF THE BUILDING TO TAKE INTO ACCOUNTS SHRINKAGE,
<br />CREEP, SHORTENING, THERMAL EXPANSION, ETC.
<br />10. CONSTRUCTION MATERIAL SHALL BE SPREAD OUT IF PLACED ON FRAMED
<br />ROOF OR FLOOR. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER
<br />SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE
<br />STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.
<br />11. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL
<br />CRIBBING, SHEATHING AND SHORING REQUIRED AND SHALL BE SOLELY
<br />RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING,
<br />SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES,
<br />STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND
<br />LOCAL SAFETY ORDINANCES.
<br />12. COORDINATE AND VERIFY EDGE OF SLAB DIMENSIONS PRIOR TO
<br />FABRICATION OR PLACEMENT OF FORMWORK.
<br />13. OBTAIN AN UNDERGROUND SERVICE ALERT INQUIRY IDENTIFICATION NUMBER
<br />AT LEAST TWO WORKING DAYS BEFORE STARTING WORK WITH THIS PERMIT.
<br />DIAL 811 (OR 1-800-422-4133 FOR SOUTHERN CALIFORNIA PROJECTS)
<br />14. THE CONTRACTOR SHALL VERIFY THE EXTENT AND LOCATIONS OF SITE
<br />UTILITIES PRIOR TO EXCAVATION OR SHORING , THERE MAY BE
<br />DISCREPANCIES BETWEEN THE LOCATION INDICATED ON THE SITE SURVEY
<br />AND ACTUAL VERIFIED LOCATIONS. IF THE ACTUAL FIELD VERIFIED LOCATION
<br />OF UTILITIES COULD RESULT IN A CONFLICT WITH THE NEW CONSTRUCTION
<br />OR SHORING, THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY.
<br />15. CONTRACTOR SHALL COORDINATE SHORING WITH DRAWINGS OF RECORD TO
<br />ENSURE PROVISIONS FOR POCKETS, BLOCKOUTS, OFFSETS, STEPPED
<br />FOOTINGS AND ANY OTHER ITEMS AFFECTED BY THE SHORING.
<br />16. CONTRACTOR SHALL SUBMIT PLANS SHOWING ALL PROPOSED OPENINGS
<br />(SIZE & LOCATIONS) TO AOR & SEOR FOR REVIEW AND APPROVAL BEFORE
<br />START OF WORK.
<br />GENERALFOUNDATION
<br />1. FOUNDATION DESIGN BASED ON CODE MINIMUMS.
<br />2. CONVENTIONAL FOUNDATIONS AND SLABS-ON-GRADE SHALL BEAR ON FIRM
<br />NATURAL SOIL OR COMPACTED FILL. ALL UNSUITABLE SOILS SHALL BE
<br />REMOVED AND RECOMPACTED UNDER THE SUPERVISION OF THE
<br />GEOTECHNICAL ENGINEER OR HIS/HER REPRESENTATIVE. REFER TO THE
<br />GEOTECHNICAL REPORT AND PROJECT SPECIFICATIONS FOR EXTENT OF
<br />REMOVAL AND COMPACTION REQUIREMENTS.
<br />3. FOOTINGS ARE DESIGNED BASED ON THE FOLLOWING INFORMATION
<br />PAD FOOTINGS
<br />ALLOWABLE BEARING PRESSURE = 1.500 PSF
<br />
<br />BEARING CAPACITY IS BASED ON 24-INCH MINIMUM FOOTING WIDTH AND 24-
<br />INCH MINIMUM FOOTING DEPTH BELOW ADJACENT GRADE.
<br />INCREASE FOR SHORT TERM LOADS
<br />
<br />ALLOWABLE BEARING PRESSURES MAY BE INCREASED BY 1/3 WHEN APPLIED
<br />DEAD AND LIVE LOADS ARE COMBINED WITH WIND AND SEISMIC FORCES.
<br />LATERAL RESISTANCE
<br />ALLOWABLE PASSIVE EARTH PRESSURE = 150 PCF
<br />PASSIVE AND FRICTION RESISTANCE MAY BE COMBINED TO RESIST LATERAL
<br />LOADS INCLUDING WIND AND SEISMIC WITHOUT REDUCTION.
<br />4. EXCAVATION FOR FOOTINGS SHALL BE APPROVED BY THE INSPECTOR OR
<br />THE GEOTECHNICAL ENGINEER PRIOR TO PLACING CONCRETE AND
<br />REINFORCING. CONTRACTOR TO NOTIFY THE INSPECTOR OR THE
<br />GEOTECHNICAL ENGINEER WHEN INSPECTION OF EXCAVATION IS READY.
<br />THE INSPECTOR OR THE GEOTECHNICAL ENGINEER TO SUBMIT LETTER OF
<br />COMPLIANCE.
<br />5. REMOVE ALL ABANDONED FOOTINGS, UTILITIES, ETC.
<br />6. FOUNDATIONS SHALL BE PLACED AND ESTIMATED ACCORDING TO DEPTHS
<br />SHOWN ON DRAWINGS. SHOULD SOIL ENCOUNTERED AT THESE DEPTHS NOT
<br />BE APPROVED BY THE INSPECTOR OR SOILS ENGINEER, FOUNDATION
<br />ELEVATIONS WILL BE ALTERED BY CHANGE ORDER.
<br />7. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE
<br />BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE OR GROUT HAS
<br />ATTAINED FULL DESIGN STRENGTH. BRACE OR PROTECT ALL BUILDING AND
<br />PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS
<br />ARE IN PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL
<br />PROVIDE FOR DESIGN, PERMITS AND INSTALLATION OF SUCH BRACING.
<br />8. FOOTING BACKFILL AND UTILITY BACKFILL WITHIN BUILDING AREA SHALL BE
<br />MECHANICALLY COMPACTED IN LAYERS IN ACCORDANCE WITH THE SOILS
<br />REPORT AND APPROVED BY THE SOILS ENGINEER. FLOODING WILL NOT BE
<br />PERMITTED. ALL FILLS USED TO SUPPORT FOUNDATIONS SHALL BE
<br />INSPECTED BY THE SOILS ENGINEER REPRESENTATIVE PER CODE SECTION
<br />1705.6 & TABLE 1705.6.
<br />9. PLACE A MOISTURE BARRIER MEMBRANE OVER SAND AND GRAVEL BASE
<br />UNDER SLABS-ON-GRADE PER THE GEOTECHNICAL REPORT, OR AS
<br />INDICATED ON THE DRAWINGS AND PROJECT SPECIFICATIONS.
<br />1. STRUCTURAL OBSERVATION SHALL BE PERFORMED BY THE STRUCTURAL
<br />ENGINEER OF RECORD OR DESIGNEE IN ACCORDANCE WITH SECTION
<br />1704.6 OF THE CODE.
<br />2. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE
<br />ELEMENTS AND CONNECTIONS OF THE STRUCTURAL SYSTEM AT
<br />SIGNIFICANT CONSTRUCTION STAGES AND THE COMPLETED STRUCTURE
<br />FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND
<br />SPECIFICATION. STRUCTURAL OBSERVATION DOES NOT WAVE THE
<br />RESPONSIBILITY FOR THE INSPECTIONS REQUIRED OF THE CITY OR
<br />DEPUTY INSPECTORS.
<br />3. THE CONTRACTOR SHALL COORDINATE AND CALL FOR A PRE-
<br />CONSTRUCTION MEETING BETWEEN THE ENGINEER OR ARCHITECT
<br />RESPONSIBLE FOR THE STRUCTURAL DESIGN. STRUCTURAL OBSERVER,
<br />CONTRACTOR, AFFECTED SUBCONTRACTORS, PROJECT INSPECTOR. THE
<br />PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR
<br />STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL
<br />AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW
<br />SCHEDULING OF THE REQUIRED OBSERVATIONS.
<br />4. THE STRUCTURAL OBSERVER SHALL PERFORM SITE VISITS AT THOSE
<br />STEPS IN THE PROGRESS OF THE WORK THAT ALLOW FOR CORRECTION OF
<br />DEFICIENCIES WITHOUT SUBSTANTIAL EFFORT OR UNCOVERING OF THE
<br />WORK INVOLVED. AT A MINIMUM, THE FOLLOWING SIGNIFICANT
<br />CONSTRUCTION STAGES REQUIRE A SITE VISIT AND AN OBSERVATION
<br />REPORT FROM THE STRUCTURAL OBSERVER.
<br />CONSTRUCTION STAGES ELEMENTS/CONNECTIONS TO BE
<br />OBSERVED
<br />FOUNDATIONS REINF/CONC/ANCHOR BOLTS
<br />5. THE STRUCTURAL OBSERVER SHALL PREPARE A REPORT FOR EACH
<br />SIGNIFICANT STATE OF CONSTRUCTION OBSERVED. A COPY OF THE
<br />OBSERVATION REPORT SHALL BE SENT TO THE OWNER, CONTRACTOR AND
<br />INSPECTOR OF RECORD (IOR).
<br />STRUCTURAL OBSERVATIONS
<br />1. THE FOLLOWING ELEMENTS OF CONSTRUCTION SHALL HAVE CONTINUOUS
<br />INSPECTION BY A PROJECT INSPECTOR APPROVED BY THE JURISDICTION.
<br />A. CONCRETE.
<br />B. BOLTS INSTALLED IN CONCRETE.
<br />C. PLACING OF REINFORCING STEEL.
<br />D. EXPANSION ANCHORS.
<br />E. EPOXY ANCHORS.
<br />F. HIGH STRENGTH BOLTS.
<br />2. ALL SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE
<br />REQUIREMENTS OF SECTION 1704 OF THE CODE AND ANY ADDITIONAL
<br />REQUIREMENTS STATED IN THESE DRAWINGS AND/OR THE PROJECT
<br />SPECIFICATIONS.
<br />SPECIAL INSPECTIONS
<br />1. TEST AND INSPECTIONS SHALL CONFORM TO THE REQUIREMENTS OF
<br />CHAPTER 17, SECTION 1704 OF THE CODE.
<br />2. CHANGES TO THE APPROVED DRAWINGS AND SPECIFICATIONS SHALL BE
<br />MADE BY AN ADDENDA OR CHANGE ORDER APPROVED BY THE CITY.
<br />3. A PROJECT INSPECTOR EMPLOYED BY THE OWNER AND APPROVED BY THE
<br />CITY SHALL PROVIDE CONTINUOUS INSPECTION OF THE WORK. THE DUTIES
<br />OF THE INSPECTOR ARE DEFINED IN SECTION 4-342, PART 1, TITLE 24
<br />CALIFORNIA CODE OF REGULATIONS.
<br />TEST AND INSPECTION REQUIREMENTS
<br />CONCRETE
<br />1. ALL CONCRETE CONSTRUCTION SHALL CONFORM WITH CHAPTER 19 OF THE
<br />CODE AND WITH THE PROVISIONS OF ACI 318-19.
<br />2. REINFORCED CONCRETE IS DESIGNED BY THE "ULTIMATE STRENGTH DESIGN
<br />METHOD".
<br />3. CONCRETE MIXTURES SHALL BE DESIGNED BY THE APPROVED TESTING
<br />LABORATORY AND REVIEWED BY THE STRUCTURAL ENGINEER. THE
<br />COMPRESSIVE STRENGTH OF THE CONCRETE SHALL BE PROPORTIONED
<br />BASED AS INDICATED ON ACI 318.
<br />4. SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH AND TYPES
<br />5. PROVIDE CONCRETE MIXTURES THAT MEET THE DURABILITY REQUIREMENTS
<br />INDICATED IN THE GEOTECHNICAL REPORT AND PROJECT SPECIFICATIONS.
<br />6. CONCRETE SHRINKAGE SHALL BE LIMITED TO 0.05 PERCENT PER ASTM C157.
<br />7. CONCRETE SHALL BE MAINTAINED ABOVE 50 DEGREES FAHRENHEIT AND IN
<br />MOIST CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT.
<br />8. CEMENT TYPE PER SCHEDULE ABOVE OR ASTM C-595 FOR TYPE 1L, AS AN
<br />ALTERNATIVE. SEE 03 30 00 CAST-IN-PLACE CONCRETE SPEC FOR MORE
<br />DETAILS.
<br />9. AGGREGATE FOR HARDROCK CONCRETE SHALL CONFORM TO ALL
<br />REQUIREMENTS AND TESTS OF ASTM C-33 AND PROJECT SPECIFICATIONS.
<br />10. CONCRETE MIXING OPERATIONS, ETC. SHALL CONFORM TO ASTM C-94..
<br />11. PLACEMENT OF CONCRETE SHALL CONFORM TO THE CODE CHAPTER 19 AND
<br />PROJECT SPECIFICATIONS. CLEAN AND ROUGHEN TO 1/4" AMPLITUDE ALL
<br />CONCRETE SURFACES AGAINST WHICH NEW CONCRETE IS TO BE PLACED
<br />UNLESS NOTED OTHERWISE.
<br />12. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS,
<br />INCLUDING PIPES AND CONDUITS, SHALL BE SECURED IN POSITION PRIOR TO
<br />PLACING CONCRETE.
<br />13. PROVIDE SLEEVES FOR PIPES AND CONDUITS PASSING THROUGH CONCRETE
<br />MEMBERS INCLUDING CONCRETE OVER METAL DECK BEFORE PLACING. DO
<br />NOT CUT REINFORCING WHICH MAY CONFLICT. SLEEVES SHALL NOT EXCEED
<br />6-INCHES IN DIAMETER AND SHALL BE SPACED A MINIMUM OF 3 DIAMETERS
<br />APART FROM OTHER SLEEVES USING THE LARGER SLEEVE DIAMETER, OR AS
<br />INDICATED ON THE DRAWINGS. CLUSTERS OF SLEEVES ARE NOT PERMITTED
<br />WITHOUT THE PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
<br />14. CORING IN CONCRETE IS NOT PERMITTED WITHOUT ARCHITECT REVIEW AND
<br />APPROVAL. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS
<br />NOT SHOWN ON THE DRAWINGS.
<br />15. CONDUITS LARGER THAN 1-1/2" DIAMETER MAY BE EMBEDDED IN
<br />STRUCTURAL CONCRETE WHERE SPECIFICALLY APPROVED BY STRUCTURAL
<br />ENGINEER. UNLESS DETAILED OTHERWISE, EMBEDDED CONDUIT SHALL
<br />CONFORM TO THE FOLLOWING:
<br />A. CONDUITS SHALL NOT DISPLACE OR INTERRUPT REINFORCING
<br />BARS.
<br />B. DO NOT STACK AND/OR CLUSTER CONDUITS.
<br />C. SPACE EMBEDDED CONDUITS A MINIMUM OF 3 DIAMETERS
<br />CLEAR FROM OTHER EMBEDDED CONDUITS USING THE LARGER
<br />CONDUIT DIAMETER.
<br />D. PROVIDE 1-1/2" CLEAR FROM REINFORCING BARS.
<br />E. NO HORIZONTAL CONDUITS SHALL BE PLACED IN CONCRETE
<br />FILL OVER METAL DECK.
<br />F. EMBEDDED CONDUITS SHALL BE PLACE IN THE MIDDLE THIRD
<br />OF SLABS, BEAMS, WALLS, FOOTINGS, ETC.
<br />16. PIPES ARE NOT PERMITTED TO BE EMBEDDED IN CONCRETE.
<br />LOCATION
<br />EXPOSURE
<br />CLASSES MIN
<br />STRENGTH
<br />f'c (PSI)F S W C
<br />MAX
<br />WATER/
<br />CEMENT
<br />RATIO
<br />CEMENT
<br />TYPE
<br />(ASTM C150)
<br />DENSITY
<br />FOOTINGS 4,500 0.45 145II/VC1F0S0W0
<br />WOOD
<br />1. COMPLY WITH THE REQUIREMENTS IN CHAPTER 23 OF THE CODE AND AF&PA'S
<br />WCD 1, "DETAILS FOR CONVENTIONAL WOOD FRAME CONSTRUCTION,"
<br />UNLESS OTHERWISE INDICATED.
<br />2. DIMENSIONAL LUMBER FRAMING:
<br />A. SPECIES, GRADE, AND MOISTURE CONTENT NOTED BELOW:
<br />3. FASTENERS:
<br />A. WHERE ROUGH CARPENTRY IS EXPOSED TO WEATHER, IN GROUND
<br />CONTACT, PRESERVATIVE TREATED, FIRE RETARDANT TREATED, OR IN
<br />AREA OF HIGH RELATIVE HUMIDITY, PROVIDE FASTENERS W ITH HOT-DIP
<br />ZINC COATING COMPLYING WITH ASTM A 153.
<br />B. NAILS: ASTM F1667, COMMON TYPE.
<br />4. WOOD CONNECTORS:
<br />A. PROVIDED BASIS OF DESIGN HANGERS, STRAPS, TIES, HOLD DOWNS, ETC,
<br />AS INDICATED ON THE DRAWINGS.
<br />B. WHERE CONNECTORS ARE IN EXPOSED, EXTERIOR APPLICATIONS OR IN
<br />CONTACT WITH PRESERVATIVE TREATED LUMBER, PROVIDE HOT-DIP
<br />GALVANIZED OR STAINLESS STEEL CONNECTORS.
<br />5. WHERE POSTS OR MULTIPLE STUDS UNDER BEAMS OR HEADERS ARE CALLED
<br />FOR ON DRAWINGS THOSE POSTS OR MULTIPLE STUDS SHALL BE CARRIED TO
<br />THE FOUNDATION/PODIUM LEVEL U.N.O.
<br />6. ALL NAILING/SCREWING SHALL CONFORM TO THE APPLICABLE BUILDING CODE
<br />AND REGULATIONS.
<br />7. ALL BOLT HOLES SHALL BE DRILLED 1/32" TO 1/16" OVERSIZED AND SHALL BE
<br />APPROVED BY THE BUILDING INSPECTOR PRIOR TO COVERING.
<br />8. ALL BOLT HEADS AND NUTS WHICH BEAR AGAINST THE FACE OF WOOD
<br />MEMBERS SHALL BE PROVIDED WITH METAL WASHERS (1/4"x3"x3" MIN).
<br />9. ALL 1/2" DIAMETER AND LARGER BOLTS CALLED OUT ON DRAWINGS,
<br />INCLUDING ANCHOR BOLTS (A.B.) SHALL HAVE STEEL SQUARE PLATE
<br />WASHERS AS LISTED BELOW UNDER THE HEAD AND/OR NUT BEARING ON
<br />WOOD. (ALL ANCHOR BOLTS SHALL BE 12" LONG, UNLESS NOTED OTHERWISE.
<br />10. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE
<br />MANUFACTURED BY SIMPSON STRONG TIE (OR ENGINEER APPROVED EQUAL)
<br />AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS. HARDWARE SHALL BE
<br />FULLY NAILED FOR MAXIMUM CAPACITY, UNLESS NOTED OTHERWISE.
<br />11. ALL NAILS CONNECTING WOOD MEMBERS SHALL BE COMMON NAILS. MINIMUM
<br />NAILING REQUIREMENTS OUTLINED IN TABLE 2304.10.1 SHALL BE FOLLOWED
<br />UNLESS OTHERWISE NOTED.
<br />12. RETIGHTEN BOLTS BEFORE CLOSING-IN.
<br />13. ALL HOLD DOWN ANCHORS AND ALL OTHER ANCHORS AND MISCELLANEOUS
<br />METAL HANGERS ARE BY SIMPSON OR APPROVED EQUAL.
<br />DIMENSIONAL LUMBER
<br />USE SPECIES GRADE MOISTURE
<br />CONTENT
<br />LUMBER 2" TO 4" THICK x 5" OR
<br />WIDER (JOISTS/RAFTERS)
<br />DOUGLAS
<br />FIR-LARCH #2 & BETTER KD (15%)
<br />LUMBER 5x5 AND
<br />GREATER (BEAMS)
<br />DOUGLAS
<br />FIR-LARCH #1 S-DRY (19%)
<br />LUMBER 5x5 AND
<br />GREATER (POSTS)
<br />DOUGLAS
<br />FIR-LARCH #1 S-DRY (19%)
<br />WASHER - THICKNESS
<br />WASHER - WIDTH
<br />BOLT DIAMETER
<br />2 3/4"
<br />5/16"1/4"
<br />2 1/2"
<br />1/2" 5/8"
<br />7/16"3/8"
<br />3" 3 1/2"
<br />3/4" 7/8"
<br />1/2"
<br />4"
<br />1"
<br />1. ALL EXPANSION TYPE ANCHORS SHALL CONSIST OF HILTI KWIK BOLT TZ2
<br />CONCRETE ANCHORS PER ICC ESR-4266 REPORT. INSTALLATION SHALL BE IN
<br />CONFORMANCE WITH THE ICC REPORT.
<br />2. ALL EPOXY TYPE ANCHORS SHALL CONSIST OF HILTI HIT HY-200 HYBRID
<br />ADHESIVE USED IN CONJUNCTION WITH DEFORMED REINFORCING BARS PER
<br />ICC REPORT ESR-3187. INSTALLATION OF ANCHORS SHALL BE IN
<br />CONFORMANCE WITH THE ICC REPORT.
<br />3. WHEN INSTALLING DRILLED IN ANCHORS IN EXISTING NON-PRESTRESSED
<br />REINFORCED CONCRETE, USE CARE AND CAUTION TO AVOID CUTTING OR
<br />DAMAGING THE EXISTING REINFORCING BARS.
<br />4. THE SPECIAL INSPECTOR MUST BE ON THE JOBSITE PERIODICALLY DURING
<br />ANCHOR INSTALLATION TO VERIFY ANCHOR TYPE, ANCHOR DIMENSIONS,
<br />CONCRETE TYPE, CONCRETE COMPRESSIVE STRENGTH, PREDRILLED HOLE
<br />DIMENSIONS, ANCHOR SPACING, EDGE DISTANCES, SLAB THICKNESS,
<br />ANCHOR EMBEDMENT AND TIGHTENING TORQUE.
<br />5. TEST ALL POST-INSTALLED ANCHORS AS REQUIRED PER SECTION 1705 OF
<br />THE CODE.
<br />6. ALL WEDGE ANCHORS SHALL BE CARBON STEEL, UNO. USE STAINLESS
<br />STEEL ANCHORS IN EXTERIOR EXPOSURE AND DAMP ENVIRONMENTS.
<br />POST-INSTALLED CONCRETE ANCHORS
<br />1. REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF CHAPTER
<br />19 OF THE CODE, ASTM 706, GRADE 60 (UNO). DEFORMATIONS SHALL BE IN
<br />ACCORDANCE WITH ASTM A-305.
<br />2. BARS SHALL BE CLEAN OF RUST GREASE OR OTHER MATERIALS LIKELY TO
<br />IMPAIR BOND. ALL REINFORCING BAR BENDS SHALL BE MADE COLD.
<br />3. DETAIL, FABRICATE, AND INSTALL REINFORCING IN ACCORDANCE WITH THE
<br />REQUIREMENTS OF ACI 301, ACI 117, AND THE "CRSI MANUAL OF STANDARD
<br />PRACTICE."
<br />4. REINFORCING BAR SPLICES SHALL BE MADE AS INDICATED ON THE
<br />DRAWINGS. MINIMUM SPLICE LENGTH FOR REINFORCING STEEL BARS IN
<br />MASONRY SHALL BE 72 BAR DIAMETERS, 36" MINIMUM. MINIMUM SPLICE
<br />LENGTH FOR REINFORCING STEEL BARS IN CONCRETE SHALL BE AS
<br />REQUIRED FOR CLASS B SPLICE PER ACI 318 SECTION 25.5.2 UNO. LAP ALL
<br />HORIZONTAL BARS AT CORNERS AND INTERSECTIONS.
<br />5. ALL BARS SHALL BE MARKED SO THEIR IDENTIFICATION CAN BE MADE WHEN
<br />THE FINAL IN-PLACE INSPECTION IS MADE.
<br />6. COMPLETE AND DETAILED REINFORCING PLACEMENT DRAWINGS SHALL BE
<br />PREPARED AND SUBMITTED TO THE ARCHITECT FOR REVIEW BY THE
<br />STRUCTURAL ENGINEER PRIOR TO FABRICATION IN ACCORDANCE WITH THE
<br />SPECIFICATIONS AND APPLICABLE CODES. THESE DRAWINGS SHALL BE
<br />AVAILABLE ON THE JOB SITE PRIOR TO PLACING OF CONCRETE.
<br />7. MILL TEST REPORTS FOR GRADE 60 BARS SHALL BE SUBMITTED PRIOR TO
<br />PLACEMENT OF CONCRETE.
<br />8. CONTINUOUS INSPECTION OF CONCRETE SHALL INCLUDE INSPECTION
<br />DURING INSTALLATION OF REINFORCING STEEL. INSPECTION SHALL BE
<br />SCHEDULED SO THAT PLACEMENT OF REINFORCING STEEL, CONDUIT
<br />SLEEVES AND EMBEDDED ITEMS MAY BE CORRECTED PRIOR TO PLACEMENT
<br />OF OVERLYING GRIDS OF REINFORCING STEEL.
<br />9. CONCRETE PROTECTION FOR REINFORCEMENT:
<br />REINFORCING STEEL
<br />CAST-IN-PLACE CONCRETE: THE FOLLOWING MINIMUM CONCRETE COVER
<br />SHALL BE PROVIDED FOR REINFORCEMENT:
<br />CONCRETE CAST AGAINST AND PERMANENTLY
<br />EXPOSED TO EARTH
<br />#6 & LARGER
<br />CONCRETE EXPOSED TO EARTH OR WEATHER
<br />MINIMUM
<br />COVER
<br />3"
<br />2"
<br />#5 & SMALLER 1 1/2"
<br />#14 & LARGER
<br />SLABS, WALLS, OR JOISTS NOT EXPOSED TO
<br />WEATHER OR IN CONTACT WITH THE GROUND
<br />1 1/2"
<br />#11 & SMALLER 3/4"
<br />BEAM AND COLUMN TIES & STIRRUPS NOT EXPOSED TO
<br />WEATHER OR IN CONTACT WITH GROUND
<br />1 1/2"
<br />SPECIAL INSPECTION NOTES:
<br />1. OWNER WILL RETAIN A QUALIFIED, INDEPENDENT SPECIAL INSPECTION AGENCY TO
<br />PERFORM SPECIAL INSPECTIONS AND TESTS PER CHAPTER 17 OF THE CODE. REFER
<br />TO THE TABLES 1 AND 2 FOR TESTS AND INSPECTIONS THAT WILL BE PERFORMED.
<br />2. THE SPECIAL INSPECTOR WILL OBSERVE THE INDICATED WORK FOR COMPLIANCE
<br />WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL NON-CONFORMING WORK
<br />WILL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND
<br />NOTED IN THE INSPECTION REPORTS.
<br />3. TESTING FREQUENCIES IDENTIFIED IN THE STATEMENT OF SPECIAL INSPECTION ARE
<br />DEFINED AS FOLLOWS:
<br />A. CONTINUOUS: THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL
<br />INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE
<br />THE WORK IS BEING PERFORMED.
<br />B. PERIODIC: THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING
<br />SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA
<br />WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION
<br />OF THE WORK.
<br />C. OBSERVE: THE SPECIAL INSPECTOR WILL OBSERVE THESE ITEMS ON A RANDOM
<br />BASIS. OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.
<br />D. PERFORM: THE SPECIAL INSPECTOR WILL PERFORM THESE TASKS FOR EACH
<br />ELEMENT.
<br />E. DOCUMENT: THE SPECIAL INSPECTOR WILL DOCUMENT IN A REPORT THAT THE
<br />WORK HAS BEEN PERFORMED IN ACCORDANCE WITH THE CONTRACT
<br />DOCUMENTS.
<br />CONTRACTOR RESPONSIBILITY:
<br />1. THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN
<br />WIND/SEISMIC FORCE RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR A
<br />WIND/SEISMIC FORCE RESISTING COMPONENT LISTED IN TABLE 1 SHALL SUBMIT A
<br />WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE
<br />OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT.
<br />THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE
<br />FOLLOWING:
<br />A. ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS
<br />CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS.
<br />B. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN
<br />CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE
<br />BUILDING OFFICIAL.
<br />C. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S
<br />ORGANIZATION INCLUDING THE METHOD AND FREQUENCY OF REPORTING AND
<br />DISTRIBUTION OF THE REPORTS.
<br />D. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH
<br />CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION.
<br />SPECIAL INSPECTIONS AND TESTING
<br />TABLE 1 - REQUIRED SPECIAL INSPECTIONS
<br />INSPECTION
<br />SYSTEM OR MATERIAL
<br />CODE
<br />REFERENCE
<br />REMARKS
<br />CONCRETE
<br />1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT
<br />3. INSPECT ANCHORS CAST IN CONCRETE
<br />4. INSPECT ANCHORS POST-INSTALLED IN HARDENED
<br />CONCRETE MEMBERS.
<br />A. ADHESIVE ANCHORS INSTALLED IN
<br />HORIZONTALLY OR UPWARDLY INCLINED
<br />ORIENTATION TO RESIST SUSTAINED TENSION
<br />LOADS.
<br />B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS
<br />NOT DEFINED IN 4A.
<br />5. VERIFY USE OF REQUIRED DESIGN MIX
<br />6. PRIOR TO CONCRETE PLACEMENT, FABRICATE
<br />SPECIMENS FOR STRENGTH TEST, PERFORM SLUMP
<br />AND AIR CONTENT TESTS, AND DETERMINE THE
<br />TEMPERATURE OF CONCRETE.
<br />7. INSPECT CONCRETE PLACEMENT FOR PROPER
<br />APPLICATION TECHNIQUES.
<br />8. VERIFY MAINTENANCE OF SPECIFIED CURING
<br />TEMPERATURE AND TECHNIQUES.
<br />ACI 318 CHAPTER 20,
<br />25.2 - 25.3,
<br />26.6.1 - 26.6.3
<br />TOLERANCE AND REINFORCING
<br />PLACEMENT PER ACI 318, SECTION 26.6.2
<br />1705.3
<br />ACI 318 17.8.2
<br />CONTINUOUS
<br />INSPECTION REQUIREMENTS PER ICC
<br />EVALUATION REPORT.
<br />VERIFY THAT ADHESIVE ANCHORS
<br />INSTALLED IN HORIZONTALLY OR
<br />UPWARDLY INCLINED ORIENTATION
<br />ARE INSTALLED BY CERTIFIED
<br />INSTALLERS.
<br />ACI 318 17.8.2.4
<br />ACI 318 17.8.2
<br />1904.1, 1904.2, ACI 318 CH 19,
<br />26.4.3, 26.4.4
<br />CONTINUOUS
<br />CONTINUOUS
<br />ASTM C172
<br />ASTM C31
<br />ACI 318 26.5, 26.12
<br />ACI 318 26.5
<br />ACI 318 26.5.3 - 26.5.51908.9
<br />VERIFY THAT ALL MIXES USED
<br />COMPLY WITH APPROVED
<br />CONSTRUCTION DOCUMENTS AND
<br />REFERENCED CODES AND
<br />STANDARDS
<br />REFERENCED
<br />STANDARDS
<br />INSPECTION
<br />TYPE
<br />PERIODIC
<br />PERIODIC
<br />PERIODIC
<br />PERIODIC
<br />PERIODIC
<br />TABLE 2 - REQUIRED TESTING FOR SPECIAL INSPECTIONS
<br />TESTING
<br />GEOTECHNICAL
<br />SYSTEM OR MATERIAL REMARKS
<br />CODE
<br />REFERENCE
<br />REFERENCED
<br />STANDARDS
<br />CLASSIFICATION AND
<br />TESTING OF
<br />CONTROLLED FILL
<br />MATERIAL
<br />MATERIAL VERIFICATION
<br />CONCRETE
<br />CONCRETE STRENGTH ASTM C39
<br />CONCRETE SLUMP ASTM C143
<br />CONCRETE AIR CONTENT ASTM C231
<br />CONCRETE TEMPERATURE ASTM C1064
<br />FABRICATE SPECIMENS AT TIME FRESH CONCRETE IS
<br />PLACED. TEST EACH 150 CY NOR LESS THAN EACH
<br />5000 SF OF SLAB OR WALL PLACED EACH DAY
<br />1705.6
<br />1903
<br />1705.3
<br />1. BUILDING DATA:
<br />PROJECT ADDRESS: 600 N PARKCENTER DR, SANTA ANA, CA 92705
<br />EXISTING BUILDING:
<br />CONSTRUCTION TYPE: V-B
<br />SPRINKLERS: N/A
<br />OCCUPANCY: B (EXISTING TO REMAIN)
<br />DESIGN CRITERIA
<br />18400 Von Karman Ave., Suite 600
<br />Irvine, CA 92612
<br />O: 949.252.1022
<br />www.kpff.com
<br />Sheet Number
<br />Sheet Name
<br />Project Status
<br />Scale
<br />Drawn By:
<br />Agency Approval
<br />Stamp
<br />Consultant
<br />Job Number:
<br />REVISIONS
<br />Project Title:
<br />Key Plan
<br />Approved By: Checked By:
<br />Issue Date:
<br />Project Address:
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<br />S-0.2
<br />GENERAL STRUCTURAL
<br />NOTES, TESTING,
<br />INSPECTION, AND
<br />OBSERVATION
<br />Project Status
<br />SA 10262500222
<br />AMERICAN RED
<br />CROSS - SANTA ANA
<br />600 N Parkcenter Dr., Santa Ana, CA 92705
<br />WT JW
<br />11/18/2025
<br />NO DATE DESCRIPTION
<br />1 2026.04.06 PLAN CHECK RESPONSE 1
<br />1
<br />1
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